PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
7th Edition
ISBN: 9781119610526
Author: Mannering
Publisher: WILEY
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Chapter 7, Problem 2P
To determine
The sum of the flow ratios for the critical lane group.
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An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below.
(1) Calculate the sum of the flow ratios for the critical lane groups.
(2) calculate the minimum cycle length and the effective green time for each phase (balancing v/c for the critical lane groups). Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired.
An intersection has a three-phase signal with the movements allowed in each phase and corresponding
analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a
critical intersection v/c of 0.90 is desired.
Phase
2
3
Allowed movements
NB L, SB L
NB T/R, SB T/R
EB L, WBL
EB T/R, WB T/R
Analysis flow rate
330, 365 veh/h
1125, 1075 veh/h
110, 80 veh/h
250, 285 veh/h
Saturation flow rate
1700, 1750 veh/h
3400, 3300 veh/h
650, 600 veh/h
1750, 1800 veh/h
Calculate minimum cycle length
O 255 sec
O 155 sec
O 100 sec
O 60 sec
3. An intersection approach has two lane groups: left-turn lane group, and through/right-turn lane
group. The control delay is 37 seconds/vehicle for the left-turn lane group, and 27
seconds/vehicle for the through/right-turn lane group. The analysis flow rate is 97
vehicles/hour for the left-turn lane group, and 450 vehicles/hour for the through/right-turn lane
group. Calculate the approach control delay and write the corresponding level of service (LOS)
for the approach in the box below.
Chapter 7 Solutions
PRIN.OF HIGHWAY ENGINEERING&TRAFFIC ANA.
Ch. 7 - Prob. 1PCh. 7 - Prob. 2PCh. 7 - Prob. 3PCh. 7 - Prob. 4PCh. 7 - Prob. 5PCh. 7 - Prob. 6PCh. 7 - Prob. 7PCh. 7 - Prob. 8PCh. 7 - Prob. 9PCh. 7 - Prob. 10P
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Similar questions
- 1. An isolated intersection is controlled by a two-phase pre-timed signal with the movements allowed in each phases, and corresponding analysis and saturation flow rates shown in Table 1-1. Assume the start up loss time is 2 seconds per phase and the clearance loss time is 3 seconds per phase. The traffic flow accounts for the peak 15- min period and there is no initial queue at the start of analysis period. Progression adjustment factor PF=1.0. Please answer the following questions: (1) What are the optimal cycle length (round up to nearest 5 seconds) using Webster's optimum cycle length formula and effective green times (based on lane group v/c equalization)? (2) What is the northbound approach delay and level of service? Table 1-1 Phase and Flow Data for the Intersection Phase Allowed movements Analysis flow rate 1 2 NB T/R/L, SB T/R/L EB T/R/L, WB T/R/L Saturation flow rate 800, 820 2800, 2900 1120, 960 3000, 3200arrow_forwardThree-phase a pretimed signalized system for T- intersection, the total lost time per phase is 15 sec. Given that PHF for intersection is 0.91. The table below shows information for all movements included in each phase. (Assume the intersection is isolated, and the traffic flow accounts for the peak 15-min period, and there is no initial queue at the start of the analysis period.) 1 Phase Direction Lane group Number of Lanes Volume (veh/h) 2 Northbound Southbound Northbound LT TH & RT ΤΗ I I 250 1800 390 1800 1 270 1600 2- Determine the average vehicle delay for each traffic lane. 3- Evaluate the level of service (LOS) for each traffic lane. 3 Westbound LT 1 250 2500 Saturation flow (veh/lane/hr) 1- Using the Webster method, determine the optimum cycle length and the effective green time for each phase.arrow_forward5. Design signal timing for an intersection with the following details. Assume a total loss time of 3 seconds per phase. Width of lanes are 12 ft each. Assume that there are 20 pedestrians crossing each of the approaches per cycle. Check the signals for pedestrian crossing time. Take pedestrian walking speed as 4 ft/s. Saturation flow rates are: Left-turning: 1600 veh/hr/ln, Through: 1800 veh/hr/In, and Right- turning: 1700 veh/hr/In A 488 488 115 1051 217 N 338 -338 (В Phase I Phase II Phase III J!!! J↓↓ Yrarrow_forward
- Exercise 6 A three phase signal design is given below. ● ● ● Hic Signal What is the sum of the flow ratios for the critical lane groups? What is the total lost time for a signal cycle assuming 2 seconds of clearance lost time and 2 seconds of startup lost time per phase? What is the cycle length using Webster Method? EB - Phase 1 2 3 -200 20 SB 30 100- Lane group SB NB EB WB 400 1000 NB 150 50 300 30 WB Saturation Flows 3400 veh/hr 3400 veh/hr 1400 veh/hr 1400 veh/hrarrow_forwardAn intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 1 2 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L EB T/R, WB TR Analysis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 vehh Calculate minimum cycle length O 255 sec O 60 sec O 155 sec O 100 secarrow_forward6. Design signal timing for an intersection with the following details. Assume a total loss time of 3 seconds per phase. Width of lanes are 12 ft each. Assume that there are 20 pedestrians crossing each of the approaches per cycle. Check the signals for pedestrian crossing time. Take pedestrian walking speed as 4 ft/s. Saturation flow rates are: Left-turning: 1600 veh/hr/ln, Through: 1800 veh/hr/In, and Right-turning: 1700 veh/hr/In 488 488 234- 115 C 1051 217 N 338 -338 Phase I Phase II Phase III 11 AN J|| Narrow_forward
- The minimum cycle length for an intersection is determined to be 95 seconds. The cirtical lane group flow ratios were calculated as 0.235, 0.250, 0.170 and 0.125 for phases 1- 4 respectively. What Xc was used in the determination of this cycle length, assuming a lost time of 5 seconds per phase?arrow_forwardA signalized intersection operates in two phases. The Lost time is 3 seconds per phase. The maximum ratios of approach flow to saturation flow for the two phases are 0.37 and 0.40. The optimum cycle length using Webster's method (in seconds, round off to one decimal place) isarrow_forwardAn intersection has a three-phase signal with the movement allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired Phase 1 2 3 Allowed Movement NB L, SB L NB T/R, SB T/R EB L, WB L EB /T/R, WB T/R Analysis Flow Rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation Flow Rate 1700, 1750 veh/h 3400, 300 veh/h 650, 600 veh/h 1750, 1800 veh/h Calculate the Following: 1.)Sum of flow ratios for critical lane groups 2.)minimum cycle length 3.)using v/c equation ratio, calculate the effective green time for phase 1 4.)using v/c equation ratio, calculate the effective green time for phase 2 5.)using v/c equation ratio, calculate the effective green time for phase 3arrow_forward
- An intersection has a three-phase signal with the movements allowed in each phase and corresponding analysis and saturation flow rates shown in the table below. Assume the lost time is 4 seconds per phase and a critical intersection v/c of 0.90 is desired. Phase 3 Allowed movements NB L, SB L NB T/R, SB T/R EB L, WB L EB T/R, WB T/R Analysis flow rate 330, 365 veh/h 1125, 1075 veh/h 110, 80 veh/h 250, 285 veh/h Saturation flow rate 1700, 1750 veh/h 3400, 3300 veh/h 650, 600 veh/h 1750, 1800 veh/h Using v/c equalization ratio, calculate the effective green time for phase 1 O 15.954 sec O 12.105 sec O 14.127 sec O 13.190 secarrow_forwardA signalized intersection has two lane groups. The two WBT lanes (lane group #1) have a total volume of 863 pc/h and an average control delay of 24.5 seconds. The one WBL lane (lane group #2) has a volume of 203 pc/h and an average control delay of 36.5 seconds. What is the approach's LOS? Group of answer choices LOS A LOS D LOS C LOS Barrow_forwardA new freeway ramp meter will be installed on the Medina onramp to westbound SR 520. There is 70 ft from the ramp meter stop line back to the nearest intersection, and each stopped vehicle takes up an average of 20 ft. The desired meter rate is one vehicle every 10 seconds, while the arrival rate averages one vehicle arrival every 11 seconds. What is the average queue length? 55ft O 4.5 ft 100ft 90ftarrow_forward
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